JP7080648B2 - How to erection the bridge girder - Google Patents

How to erection the bridge girder Download PDF

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JP7080648B2
JP7080648B2 JP2018005215A JP2018005215A JP7080648B2 JP 7080648 B2 JP7080648 B2 JP 7080648B2 JP 2018005215 A JP2018005215 A JP 2018005215A JP 2018005215 A JP2018005215 A JP 2018005215A JP 7080648 B2 JP7080648 B2 JP 7080648B2
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bridge girder
erection
pca
bridge
girder
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JP2019124051A (en
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明夫 正司
幸治 齋藤
一徳 川端
智法 中原
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Oriental Shiraishi Corp
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Description

本発明は、橋桁を橋梁の下部構造に架け渡して設置する橋桁の架設方法に関するものであり、詳しくは、橋梁の橋桁を架け替える際などに、ＰＣａ床版が仮固定された橋桁を架設するＰＣａ床版付き橋桁の架設方法に関する。 The present invention relates to a method for erection of a bridge girder in which a bridge girder is installed over a substructure of a bridge. Regarding the method of erection of a bridge girder with a PCa deck.

従来、橋桁の架設方法において、道路や線路など下方の施設の交通規制を極力低減するために、手延機連結機構と軌条設備（水平移動機構）等を用いて橋桁を橋脚や橋台等の下部構造から送り出して架設する送り出し架設方法が知られている。 Conventionally, in the method of erection of bridge girders, in order to reduce traffic restrictions on lower facilities such as roads and railroad tracks as much as possible, the bridge girders are attached to the lower parts of piers and piers by using a hand-rolling machine connection mechanism and rail equipment (horizontal movement mechanism). A delivery erection method is known in which the structure is sent out and erected.

例えば、特許文献１には、橋桁１の架設予定地点を挟んで両側に橋脚７・８を立設し、橋桁１を送り出す側の橋脚７より後方に間隔をあけ固定ベントを立設し、固定ベント上に跨って送り出し設備１３を設置し、送り出し設備１３上で橋桁を後方へ順次直列に連結するとともに、先頭の橋桁１Ａの先端上部に手延べ機５の基端部を連結して前方へ張り出させる一方、反対側の橋脚８より後方に間隔をあけて固定ベントを立設し、それらの固定ベント上に跨って橋桁９を後方へ直列に連結して設置し、送り出し設備１３上の橋桁を台車を介して前方へ送り出して架設する桁の送り出し架設方法が開示されている（特許文献１の特許請求の範囲の請求項１、明細書の段落［００１６］～［００２１］、図面の図１等参照）。 For example, in Patent Document 1, bridge piers 7 and 8 are erected on both sides of the planned erection point of the bridge girder 1, and fixed vents are erected and fixed behind the pier 7 on the side where the bridge girder 1 is sent out. A delivery facility 13 is installed over the vent, and the bridge girders are sequentially connected in series backward on the delivery facility 13, and the base end portion of the hand-rolling machine 5 is connected to the upper tip of the leading bridge girder 1A to move forward. On the other hand, fixed vents are erected at intervals behind the pier 8 on the opposite side, and the bridge girders 9 are connected in series to the rear over those fixed vents and installed on the delivery facility 13. Disclosed is a method of sending out and erection of a girder by sending out a bridge girder forward via a trolley (claim 1, claims of claims 1, paragraphs [0016] to [0021] of the specification, in the drawing. See Fig. 1 etc.).

しかし、特許文献１に記載の従来の桁の送り出し架設方法では、橋桁の架設終了後に、コンクリート床版の設置や、壁高欄の設置などを行う後作業が残っていた。このため、これらの後作業が完了するまで、新設の際には開通までの期間や、架け替えの際には通行止めのトータル的な期間が長くなるという問題があった。 However, in the conventional girder sending-out erection method described in Patent Document 1, after the erection of the bridge girder is completed, the work after installing the concrete deck and the wall balustrade remains. For this reason, there is a problem that the period until the opening of the new building and the total period of the road closure at the time of replacement become long until these post-work are completed.

また、特許文献２には、橋桁２上に仮設したレール１上を走行する車輪付き運搬台車１２と、その前進方向にスライドするスライド梁１１を用いて、床版４をスライド梁１１で吊り下げた状態で、スライド梁１１を運搬台車１でレール１上を走行させて所定位置の橋桁２上に床版４を架設する橋梁床版の架設方法が開示されている（特許文献２の特許請求の範囲の請求項１、明細書の段落［００２７］～［００３９］、図面の図１等参照）。 Further, in Patent Document 2, the deck 4 is suspended by the slide beam 11 by using the carrier with wheels 12 running on the rail 1 temporarily provided on the bridge girder 2 and the slide beam 11 sliding in the forward direction thereof. Disclosed is a method of erection of a bridge deck in which a slide beam 11 is driven on a rail 1 by a carrier 1 and a deck 4 is erected on a bridge girder 2 at a predetermined position in this state (Patent Request of Patent Document 2). 1. Of the scope of the above, paragraphs [0027] to [0039] of the specification, FIG. 1 of the drawing, etc.).

しかし、特許文献２に記載の橋梁床版の架設方法は、床版の架設方法であり、橋桁を架け渡したり、取り替えたりする場合に適用できるものではなかった。このため、橋桁の架設工事や取替工事に伴う前述の後作業を含めてトータル的な交通規制期間の短縮を達成するという問題は解決できていなかった。 However, the method of erection of the bridge deck described in Patent Document 2 is a method of erection of the deck, and cannot be applied when the bridge girder is bridged or replaced. For this reason, the problem of shortening the total traffic regulation period, including the above-mentioned post-work associated with bridge girder erection work and replacement work, could not be solved.

特開２００６－２８７３３号公報Japanese Unexamined Patent Publication No. 2006-28833 特開２０１５－１６９０２９号公報JP-A-2015-169029

そこで、本発明は、前述した問題に鑑みて案出されたものであり、その目的とするところは、交通規制を伴う桁架設後の後作業の作業時間を短縮することができる橋桁の架設方法を提供することにある。 Therefore, the present invention has been devised in view of the above-mentioned problems, and an object thereof is a method for erection of a bridge girder that can shorten the work time of post-work after erection of a girder accompanied by traffic regulation. Is to provide.

請求項１に係る橋桁の架設方法は、橋桁を橋梁の下部構造から送り出して架設する橋桁の架設方法であって、送り出す橋桁を地組する橋桁地組工程を行い、当該橋桁地組工程では、地組した橋桁上にＰＣａ床版を非合成状態で仮固定することを特徴とする。 The bridge girder erection method according to claim 1 is a bridge girder erection method in which the bridge girder is sent out from the substructure of the bridge and erected. The feature is that the PCa deck is temporarily fixed on the bridge girder that has been grounded in a non-synthetic state.

請求項２に係る橋桁の架設方法は、請求項１に記載の橋桁の架設方法において、橋桁地組工程では、仮固定した前記ＰＣａ床版にＰＣａ壁高欄をさらに仮固定することを特徴とする。 The method for erection of a bridge girder according to claim 2 is characterized in that, in the method for erection of a bridge girder according to claim 1, in the bridge girder ground assembly process, a PCa wall balustrade is further temporarily fixed to the temporarily fixed PCa deck. ..

請求項３に係る橋桁の架設方法は、請求項１又は２に記載の橋桁の架設方法において、前記ＰＣａ床版の仮固定は、上部にねじ溝が切削加工されたねじ付きスタッドに高ナットを介してボルトを延長し、このボルトに螺合するナットで鋼製プレートを緊結することにより仮固定していることを特徴とする。 The method for erection of the bridge girder according to claim 3 is the method for erection of the bridge girder according to claim 1 or 2 . The bolt is extended through the bolt, and the steel plate is temporarily fixed by tightening the steel plate with a nut screwed to the bolt.

請求項４に係る橋桁の架設方法は、請求項３に記載の橋桁の架設方法において、前記ＰＣａ床版と前記橋桁を接合する経時硬化材を打設する前に、前記ボルトを取り外すことによって高ナットの被り厚さを確保することを特徴とする。 The method for erection of the bridge girder according to claim 4 is the method for erection of the bridge girder according to claim 3 , wherein the bolt is removed before placing the time-curing material for joining the PCa deck and the bridge girder. It is characterized by ensuring the covering thickness of the nut.

請求項５に係る橋桁の架設方法は、請求項２に記載の橋桁の架設方法において、前記ＰＣａ壁高欄の仮固定では、前記ＰＣａ床版の外側へ前記ＰＣａ壁高欄が転倒しないように止め付ける転倒防止材を設置することを特徴とする。 The method for erection of the bridge girder according to claim 5 is the method for erection of the bridge girder according to claim 2, in which the PCa wall column is temporarily fixed to the outside of the PCa deck so that the PCa wall column does not fall. It is characterized by installing a fall prevention material.

請求項１～５に係る発明によれば、コンクリート床版の設置や壁高欄の設置などを行う橋桁設置後の後作業において、揚重機で各床版を吊り上げて何度も旋回するなどの時間のかかる作業を他の作業と同時並行で行うことができる。このため、交通規制を伴う作業の作業時間を短縮することができる。 According to the inventions according to claims 1 to 5 , in the post-work after the bridge girder installation such as the installation of concrete decks and the installation of wall balustrades, the time required to lift each deck with a lifting machine and turn it many times. This work can be done in parallel with other work. Therefore, it is possible to shorten the work time of the work involving traffic regulation.

特に、請求項２に係る発明によれば、揚重機で各壁高欄を吊り上げて何度も旋回するなどの時間のかかる作業を他の作業と同時並行で行うことができる。このため、交通規制を伴う作業の作業時間をさらに短縮することができる。 In particular, according to the second aspect of the present invention, it is possible to perform time-consuming work such as lifting each wall balustrade with a lifting machine and turning it many times in parallel with other work. Therefore, the work time of the work involving traffic regulation can be further shortened.

特に、請求項３に係る発明によれば、ＰＣａ床版の仮固定が、容易且つ確実に行うことができる。このため、作業時間が短縮されるだけでなく、橋桁の架設作業を安全に行うことができる。 In particular, according to the invention of claim 3 , temporary fixing of the PCa deck can be easily and surely performed. Therefore, not only the work time is shortened, but also the bridge girder erection work can be performed safely.

特に、請求項４に係る発明によれば、仮固定を解除して経時硬化材を打設する作業が容易に短時間で行うことができる。また、必要な被り厚さを確実に確保することができる。 In particular, according to the invention of claim 4 , the work of releasing the temporary fixing and placing the time-curing material can be easily performed in a short time. In addition, the required cover thickness can be reliably secured.

特に、請求項５に係る発明によれば、転倒防止材によりＰＣａ壁高欄がＰＣａ床版の外側へ転倒するおそれを完全に払拭することができ、極めて安全である。 In particular, according to the invention of claim 5 , the fall prevention material can completely eliminate the possibility that the PCa wall balustrade will fall to the outside of the PCa deck, which is extremely safe.

本発明の実施形態に係る橋桁の架設方法の第１ステップを示す工程説明図である。It is a process explanatory drawing which shows the 1st step of the bridge girder erection method which concerns on embodiment of this invention. 新設の橋桁を示す側面図である。It is a side view which shows the new bridge girder. 同上の新設の橋桁上に仮固定されたＰＣａ床版とＰＣａ壁高欄の接合部分を示す部分拡大図である。It is a partial enlarged view which shows the joint part of the PCa floor slab and the PCa wall balustrade temporarily fixed on the newly constructed bridge girder of the same above. 同上の新設の橋桁上に仮固定されたＰＣａ床版とＰＣａ壁高欄を示す平面図である。It is a plan view which shows the PCa floor slab and the PCa wall balustrade temporarily fixed on the newly constructed bridge girder of the same above. 図４の橋軸直角方向に沿ったＡ－Ａ線断面図である。4 is a cross-sectional view taken along the line AA along the direction perpendicular to the bridge axis of FIG. 図４の橋軸方向に沿ったＢ－Ｂ線断面図である。It is a cross-sectional view taken along the line BB along the bridge axis direction of FIG. 本発明の実施形態に係る橋桁の架設方法の第２ステップを示す工程説明図である。It is a process explanatory drawing which shows the 2nd step of the bridge girder erection method which concerns on embodiment of this invention. 同上の橋桁の架設方法の第３ステップを示す工程説明図である。It is a process explanatory drawing which shows the 3rd step of the erection method of the bridge girder of the same above. 同上の橋桁の架設方法の第４ステップを示す工程説明図である。It is a process explanatory diagram which shows the 4th step of the erection method of the bridge girder of the same above. 同上の橋桁の架設方法の第５ステップを示す工程説明図である。It is a process explanatory drawing which shows the 5th step of the erection method of the bridge girder of the same above. 同上の橋桁の架設方法の第６ステップを示す工程説明図である。It is a process explanatory drawing which shows the 6th step of the erection method of the bridge girder of the same above. 同上の橋桁の架設方法の第７ステップを示す工程説明図である。It is a process explanatory drawing which shows the 7th step of the erection method of the bridge girder of the same above. 同上の橋桁の架設方法の第８ステップを示す工程説明図である。It is a process explanatory drawing which shows the 8th step of the erection method of the bridge girder of the same above. 図６の高ナットをねじ付きスタッドにねじ込んで下降させる工程を示す工程説明図である。It is a process explanatory view which shows the process of screwing a high nut of FIG. 6 into a threaded stud and lowering it.

以下、本発明に係る橋桁の架設方法を実施するための一実施形態について、図面を参照しながら詳細に説明する。 Hereinafter, an embodiment for implementing the bridge girder erection method according to the present invention will be described in detail with reference to the drawings.

図１～図１４を用いて、本発明の実施形態に係る橋桁の架設方法について説明する。第１下部構造Ｋ１～第４下部構造Ｋ４の３径間（３支間）に架け渡された鋼桁の橋を床版及び高欄も橋桁ごと一緒に架け替えて新しい橋桁を架設する場合を例示して説明する。図１は、本発明の実施形態に係る橋桁の架設方法の第１ステップを示す工程説明図である。 A method of erection of a bridge girder according to an embodiment of the present invention will be described with reference to FIGS. 1 to 14. An example is an example in which a steel girder bridge spanning three spans (three spans) of the first substructure K1 to the fourth substructure K4 is replaced together with the deck and the balustrade together with the bridge girder to construct a new bridge girder. I will explain. FIG. 1 is a process explanatory view showing a first step of a bridge girder erection method according to an embodiment of the present invention.

＜第１ステップ＞
（第１径間既設桁撤去工程）
先ず、本実施形態に係る橋桁の架設方法では、図１に示すように、第１ステップとして、第１径間Ｄ１に架け渡された既設の橋桁ＥＧを撤去する第１径間既設桁撤去工程を行う。 <First step>
(Process for removing the existing girder of the first span)
First, in the bridge girder erection method according to the present embodiment, as shown in FIG. 1, as a first step, the first span existing girder removal step of removing the existing bridge girder EG bridged over the first span D1. I do.

具体的には、第１下部構造（橋台）Ｋ１と第２下部構造（橋脚）Ｋ２との間に架け渡された既設の橋桁ＥＧを揚重機である移動式の油圧クレーンＣＬで吊り上げて、搬出車であるトレーラーＴＬ等を用いて搬出撤去する。撤去作業の時間を短縮するためには、例えば、大型クレーンである３００ｔ級の自走式の油圧クレーンＣＬ（オールテレーンクレーン）を用いて、第１径間Ｄ１に架け渡された既設の橋桁ＥＧ全体を一括して吊上げ撤去することが好ましい。 Specifically, the existing bridge girder EG bridged between the first substructure (abutment) K1 and the second substructure (pier) K2 is lifted by a mobile hydraulic crane CL, which is a lifting machine, and carried out. Carry out and remove using a trailer TL or the like that is a car. In order to shorten the time for removal work, for example, a 300t class self-propelled hydraulic crane CL (all terrain crane), which is a large crane, is used to cover the entire existing bridge girder EG spanned over the first span D1. It is preferable to lift and remove all at once.

（送出し設備組立工程）
また、本実施形態に係る橋桁の架設方法では、第１ステップとして、第１径間既設桁撤去工程と同時並行で、送出し設備ＳＭを組み立てる送出し設備組立工程を行う。 (Sending equipment assembly process)
Further, in the bridge girder erection method according to the present embodiment, as the first step, a delivery equipment assembly process for assembling the transmission equipment SM is performed in parallel with the first span existing girder removal step.

具体的には、仮設の軌条桁ＴＧを設置し、この軌条桁ＴＧに新設の橋桁１を送り出す際のレールとなる軌条設備（図示せず）を組み立てる。そして、この軌条設備上を新設の橋桁１がスライド自在となるように、台車設備ＤＣや送出し装置ＳＤを設置する。なお、軌条桁ＴＧ、台車設備ＤＣ、送出し装置ＳＤ、軌条設備等の前述の送り出し架設方法において新設の橋桁１を送り出す設備を総称して送出し設備ＳＭと指称している。 Specifically, a temporary rail girder TG is installed, and rail equipment (not shown) that serves as a rail for sending out the new bridge girder 1 to this rail girder TG is assembled. Then, a bogie equipment DC and a delivery device SD are installed so that the newly installed bridge girder 1 can slide freely on this rail equipment. The equipment that sends out the newly installed bridge girder 1 in the above-mentioned delivery erection method such as the rail girder TG, the bogie equipment DC, the delivery device SD, and the rail equipment is collectively referred to as the transmission equipment SM.

（第１回橋桁地組工程）
そして、本実施形態に係る橋桁の架設方法の第１ステップでは、送出し設備組立工程で組み立てた送出し設備ＳＭの上に、送り出す新設の橋桁１を地組する第１回橋桁地組工程を行う。 (1st bridge girder ground assembly process)
Then, in the first step of the bridge girder erection method according to the present embodiment, the first bridge girder ground assembly process in which the new bridge girder 1 to be sent is grounded on the delivery equipment SM assembled in the delivery equipment assembly process is performed. conduct.

図２は、新設の橋桁１を示す側面図であり、図３は、その新設の橋桁１上に仮固定されたＰＣａ床版２とＰＣａ壁高欄３の接合部分を示す部分拡大図である。また、図４は、ＰＣａ床版２とＰＣａ壁高欄３を示す平面図である。図５は、図４の橋軸直角方向に沿ったＡ－Ａ線断面図、図６は、図４の橋軸方向に沿ったＢ－Ｂ線断面図である。 FIG. 2 is a side view showing the newly installed bridge girder 1, and FIG. 3 is a partially enlarged view showing a joint portion between the PCa floor slab 2 temporarily fixed on the newly installed bridge girder 1 and the PCa wall railing column 3. Further, FIG. 4 is a plan view showing the PCa floor slab 2 and the PCa wall height column 3. 5 is a cross-sectional view taken along the line AA along the direction perpendicular to the bridge axis of FIG. 4, and FIG. 6 is a cross-sectional view taken along the line BB along the direction of the bridge axis of FIG.

図２、図３に示すように、この第１回橋桁地組工程では、地組した新設の橋桁１上にＰＣａ床版２とＰＣａ壁高欄３を仮固定する。ここで、仮固定とは、ＰＣａ床版２と新設の橋桁１とを合成するコッター部分やＰＣａ床版２同士を接合する間詰部にモルタルやグラウトなどの経時硬化材を打設して一体化せずに、経時硬化材未施工の非合成状態で固定することを指している。 As shown in FIGS. 2 and 3, in this first bridge girder groundworking process, the PCa deck 2 and the PCa wall railing 3 are temporarily fixed on the newly constructed bridge girder 1. Here, temporary fixing is integrated by placing a time-curing material such as mortar or grout in the cotter part that synthesizes the PCa floor slab 2 and the newly installed bridge girder 1 and the intercalation part that joins the PCa floor slabs 2 to each other. It refers to fixing in a non-synthetic state where the aged hardening material has not been applied, without turning it into a material.

なお、ＰＣａ床版２は、予め工場等で打設されて硬化して既に所望の強度が発現したプレキャスト鉄筋コンクリート製の床版であり、図示しないＰＣ鋼材が埋設されてプレテンション方式でプレストレスが付与されたＰＣ床版（プレストレストコンクリート床版）である。ＰＣａ壁高欄３も、同様に、所望の強度が発現したプレキャスト鉄筋コンクリート製の壁高欄である。 The PCa floor slab 2 is a precast reinforced concrete floor slab that has already been cast in a factory or the like and hardened to already exhibit the desired strength. It is a given PC floor slab (prestressed concrete floor slab). Similarly, the PCa wall balustrade 3 is a wall balustrade made of precast reinforced concrete that exhibits desired strength.

そして、本実施形態に係るＰＣａ床版２は、図３に示すように、ＰＣａ床版２，２間の間詰部に突出する継手鉄筋２ａが配筋され、この間詰部に所定時間経過後に硬化する経時硬化材である接合モルタルが打設されて硬化することで一体化させるタイプのＰＣａ床版である。この継手鉄筋２ａの先端には、円筒状の鋼材２ｂがカシメ止められている。 Then, in the PCa floor slab 2 according to the present embodiment, as shown in FIG. 3, joint reinforcing bars 2a protruding from the interstitial portion between the PCa floor slabs 2 and 2 are arranged, and after a predetermined time elapses in the interstitial portion. It is a type of PCa floor slab in which a bonded mortar, which is a time-curing material that cures, is cast and cured to integrate it. A cylindrical steel material 2b is crimped to the tip of the joint reinforcing bar 2a.

第１回橋桁地組工程では、図４、図５に示すように、鋼桁からなる複数条（図示形態では４条）の新設の橋桁１を１径間に架け渡すのに必要な本数、橋軸方向Ｘに沿ってボルト接合して組み立てる。なお、図２に示すように、新設の橋桁１の送出し方向先端には、先端を軽量化するとともに、仮受ＴＫからの反力を得るために手延機連結構ＴＭが取り付けられる。 In the first bridge girder groundwork process, as shown in FIGS. 4 and 5, the number of new bridge girders 1 made of steel girders (4 in the figure) required to bridge one span. Assemble by bolting along the bridge axis direction X. As shown in FIG. 2, a hand-rolling machine connection structure TM is attached to the tip of the newly installed bridge girder 1 in the delivery direction in order to reduce the weight of the tip and obtain a reaction force from the temporary receiving TK.

本工程におけるＰＣａ床版２の新設の橋桁１への仮固定は、図４に示すように、ＰＣａ床版２に形成された桁との合成用の８個のコッター２１～２８のうち半数を用いて行う。橋軸方向Ｘにおいても、橋軸直角方向Ｙにおいても、ＰＣａ床版２のいずれか一方のコッター及び床版端部が拘束されていないフリーの状態とすることにより、後述の送出しの際に、ＰＣａ床版２に曲げ応力やせん断応力が伝達されないようにするためである。 As shown in FIG. 4, the temporary fixing of the PCa deck 2 to the newly installed bridge girder 1 in this process uses half of the eight cotters 21 to 28 for synthesizing with the girder formed on the PCa deck 2. Do using. In both the bridge axis direction X and the bridge axis perpendicular direction Y, the cotter of either one of the PCa deck 2 and the end of the deck are set to a free state in which they are not constrained, so that they can be sent out later. This is to prevent bending stress and shear stress from being transmitted to the PCa deck 2.

図４に示すように、図示形態では、コッター２１，２４，２６，２７において、新設の橋桁１にＰＣａ床版２を仮固定している。図５は、仮固定している部分を表すため、コッター２２，２３を透視してコッター２６，２７部分を破線で表している。 As shown in FIG. 4, in the illustrated embodiment, the PCa deck 2 is temporarily fixed to the newly installed bridge girder 1 in the cotters 21, 24, 26, 27. In FIG. 5, in order to show the temporarily fixed portion, the cotters 22 and 23 are seen through and the cotters 26 and 27 portions are represented by broken lines.

なお、コッター２１とコッター２６、コッター２７とコッター２４というように互い違いに固定するのは、ＰＣａ床版２が新設の橋桁１のフランジ上を水平方向にズレることを防止するためである。 The cotter 21 and the cotter 26, and the cotter 27 and the cotter 24 are fixed alternately in order to prevent the PCa deck 2 from shifting horizontally on the flange of the newly installed bridge girder 1.

通常、合成用のコッター２１～２８には、２本の頭付スタッド１０が新設の橋桁１の上フランジ上に溶植されて接合される。しかし、図４～図６に示すように、ＰＣａ床版２を新設の橋桁１へ仮固定するために、本工程では、２本の頭付スタッド１０の他、上部にねじ溝が切削加工されたねじ付きスタッド１１を溶植する。そして、高ナット１２を介してねじ付きスタッド１１の上方に全ネジボルト１３を延長し、この全ネジボルト１３に螺合するナット１４でコッター２１，２４，２６，２７の上面に架け渡した矩形の鋼製プレート１５を緊結してＰＣａ床版２を新設の橋桁１へ仮固定する。 Usually, two headed studs 10 are welded and joined to the cotters 21 to 28 for synthesis on the upper flange of the newly installed bridge girder 1. However, as shown in FIGS. 4 to 6, in order to temporarily fix the PCa deck 2 to the newly installed bridge girder 1, in this step, in addition to the two headed studs 10, a thread groove is machined on the upper part. The stud 11 with a screw is welded. Then, the all-screw bolt 13 is extended above the threaded stud 11 via the high nut 12, and the rectangular steel spanned over the upper surface of the cotter 21, 24, 26, 27 with the nut 14 screwed into the all-screw bolt 13. The steel plate 15 is tightly tied and the PCa deck 2 is temporarily fixed to the new bridge girder 1.

その上、本橋桁地組工程では、図４、図５に示すように、ＰＣａ床版２の地覆部２ｃ上にＰＣａ壁高欄３を仮固定する。ＰＣａ壁高欄３のＰＣａ床版２への仮固定は、ＰＣａ壁高欄３の底面に開口する固定孔３０へ地覆部２ｃに立設された鋼棒３１を嵌め込む。そして、転倒防止材としてＰＣａ床版２とＰＣａ壁高欄３にアンカー止めされた鋼製ワイヤ３２で地覆部２ｃの外側へＰＣａ壁高欄３が転倒しないように止め付ける。 Further, in the main bridge girder ground assembly process, as shown in FIGS. 4 and 5, the PCa wall railing column 3 is temporarily fixed on the ground covering portion 2c of the PCa deck 2. For temporary fixing of the PCa wall balustrade 3 to the PCa floor slab 2, a steel rod 31 erected in the ground covering portion 2c is fitted into a fixing hole 30 opened at the bottom surface of the PCa wall balustrade 3. Then, as a fall prevention material, the PCa floor slab 2 and the steel wire 32 anchored to the PCa wall balustrade 3 are fastened to the outside of the ground covering portion 2c so that the PCa wall balustrade 3 does not fall.

なお、鋼棒３１の両端には、円筒状の鋼材３３がカシメ止められている。また、ＰＣａ壁高欄３の固定孔３０の周囲及び地覆部２ｃの鋼棒３１の周囲には、スパイラル筋３４が配筋されている。鋼棒３１へ作用する曲げモーメントにより、周辺のコンクリートに働く割裂引張応力へ対抗するためである。 Cylindrical steel materials 33 are crimped to both ends of the steel rod 31. Further, spiral bars 34 are arranged around the fixing hole 30 of the PCa wall balustrade 3 and around the steel rod 31 of the ground covering portion 2c. This is because the bending moment acting on the steel rod 31 counteracts the split tensile stress acting on the surrounding concrete.

＜第２ステップ＞
図７は、本発明の実施形態に係る橋桁の架設方法の第２ステップを示す工程説明図である。 <Second step>
FIG. 7 is a process explanatory view showing a second step of the bridge girder erection method according to the embodiment of the present invention.

（第２径間既設桁撤去工程）
次に、本実施形態に係る橋桁の架設方法では、図７に示すように、第２ステップとして、第２径間Ｄ２に架け渡された既設の橋桁ＥＧを撤去する第２径間既設桁撤去工程を行う。具体的な撤去方法は、前述の第１径間既設桁撤去工程と同様である。 (Process for removing the existing girder of the second span)
Next, in the bridge girder erection method according to the present embodiment, as shown in FIG. 7, as a second step, the existing bridge girder EG bridged over the second span D2 is removed. Perform the process. The specific removal method is the same as the above-mentioned step of removing the existing girder of the first span.

（下降設備及び仮受組立工程）
また、本実施形態に係る橋桁の架設方法では、第２ステップとして、第２径間既設桁撤去工程と同時並行で、新設の橋桁１を下降させる下降設備ＤＭ及び仮受ＴＫを組み立てる下降設備及び仮受組立工程を行う。 (Descent equipment and temporary receiving assembly process)
Further, in the method of erection of the bridge girder according to the present embodiment, as the second step, the lowering equipment DM for lowering the newly installed bridge girder 1 and the lowering equipment for assembling the temporary receiving TK and the lowering equipment for assembling the temporary receiving TK in parallel with the step of removing the existing girder of the second span. Perform the temporary receiving assembly process.

具体的には、第１下部構造Ｋ１である橋台の上に下降設備ＤＭを組み立てるとともに、第２下部構造Ｋ２である橋脚の上に手延機連結構ＴＭを支持する仮受ＴＫを組み立てる。 Specifically, the descending equipment DM is assembled on the abutment which is the first substructure K1, and the temporary receiving TK which supports the hand-rolling machine connecting structure TM is assembled on the pier which is the second substructure K2.

（第１回送出し工程）
そして、送出し設備ＳＭを用いて、第１回橋桁地組工程で組み立てた新設の橋桁１を第２下部構造Ｋ２へ向け第１径間Ｄ１へゆっくりと送り出す。このとき、軌条桁ＴＧ上を台車設備ＤＣを用いて新設の橋桁１をスライド移動させて行き、第２下部構造Ｋ２上に組み立てた仮受ＴＫに手延機連結構ＴＭが到達するまで送り出す。 (1st sending process)
Then, using the delivery equipment SM, the newly installed bridge girder 1 assembled in the first bridge girder ground assembly process is slowly sent out to the first span D1 toward the second substructure K2. At this time, the newly installed bridge girder 1 is slid and moved on the rail girder TG using the bogie equipment DC, and is sent out until the hand-rolling machine connection structure TM reaches the temporary receiving TK assembled on the second substructure K2.

＜第３ステップ＞
図８は、本発明の実施形態に係る橋桁の架設方法の第３ステップを示す工程説明図である。 <Third step>
FIG. 8 is a process explanatory view showing a third step of the bridge girder erection method according to the embodiment of the present invention.

本発明の実施形態に係る橋桁の架設方法の第３ステップでは、送出し設備ＳＭの上において、新設の橋桁１の１径間分の橋桁を増設する第２回橋桁地組工程を行う。前述の第１回橋桁地組工程と同様に、新たに増設した新設の橋桁１上にＰＣａ床版２とＰＣａ壁高欄３を仮固定する。 In the third step of the method of erection of the bridge girder according to the embodiment of the present invention, the second bridge girder groundwork step of adding the bridge girder for one span of the newly installed bridge girder 1 is performed on the delivery equipment SM. Similar to the first bridge girder ground assembly process described above, the PCa deck 2 and the PCa wall railing 3 are temporarily fixed on the newly added bridge girder 1.

＜第４ステップ＞
図９は、本発明の実施形態に係る橋桁の架設方法の第４ステップを示す工程説明図である。 <4th step>
FIG. 9 is a process explanatory view showing the fourth step of the method of erection of the bridge girder according to the embodiment of the present invention.

（第３径間既設桁撤去工程）
次に、本実施形態に係る橋桁の架設方法では、図９に示すように、第４ステップとして、第３径間Ｄ３に架け渡された既設の橋桁ＥＧを撤去する第３径間既設桁撤去工程を行う。具体的な撤去方法は、前述の第２径間既設桁撤去工程と同様である。 (Process for removing the existing girder of the 3rd span)
Next, in the bridge girder erection method according to the present embodiment, as shown in FIG. 9, as a fourth step, the existing bridge girder EG bridged over the third span D3 is removed. Perform the process. The specific removal method is the same as the above-mentioned second span existing girder removal step.

（下降設備及び仮受組立工程）
また、本実施形態に係る橋桁の架設方法では、第４ステップとして、第３径間既設桁撤去工程と同時並行で、新設の橋桁１を下降させる下降設備ＤＭ及び仮受ＴＫを組み立てる下降設備及び仮受組立工程を行う。 (Descent equipment and temporary receiving assembly process)
Further, in the method of erection of the bridge girder according to the present embodiment, as the fourth step, the lowering equipment DM for lowering the newly installed bridge girder 1 and the lowering equipment for assembling the temporary receiving TK and the lowering equipment for assembling the temporary receiving TK in parallel with the step of removing the existing girder of the third span. Perform the temporary receiving assembly process.

具体的には、第２下部構造Ｋ２である橋脚の上に下降設備ＤＭを組み立てるとともに、第３下部構造Ｋ３である橋脚の上に手延機連結構ＴＭを支持する仮受ＴＫを組み立てる。 Specifically, the descending equipment DM is assembled on the pier which is the second substructure K2, and the temporary receiving TK which supports the hand-rolling machine connection structure TM is assembled on the pier which is the third substructure K3.

（第２回送出し工程）
そして、送出し設備ＳＭを用いて、第２回橋桁地組工程で組み立てた新設の橋桁１を第３下部構造Ｋ３へ向け第２径間Ｄ２へゆっくりと送り出す。このとき、軌条桁ＴＧ上を台車設備ＤＣを用いて新設の橋桁１をスライド移動させて行き、第３下部構造Ｋ３上に組み立てた仮受ＴＫに手延機連結構ＴＭが到達するまで送り出す。 (2nd sending process)
Then, using the delivery equipment SM, the newly installed bridge girder 1 assembled in the second bridge girder ground assembly process is slowly sent out to the second span D2 toward the third substructure K3. At this time, the newly installed bridge girder 1 is slid and moved on the rail girder TG using the bogie equipment DC, and is sent out until the hand-rolling machine connection structure TM reaches the temporary receiving TK assembled on the third substructure K3.

＜第５ステップ＞
図１０は、本発明の実施形態に係る橋桁の架設方法の第５ステップを示す工程説明図である。 <Fifth step>
FIG. 10 is a process explanatory view showing a fifth step of the bridge girder erection method according to the embodiment of the present invention.

本発明の実施形態に係る橋桁の架設方法の第５ステップでは、送出し設備ＳＭの上において、新設の橋桁１の１径間分の橋桁を増設する第３回橋桁地組工程を行う。前述の第１回、第２回橋桁地組工程と同様に、新たに増設した新設の橋桁１上にＰＣａ床版２とＰＣａ壁高欄３を仮固定する。 In the fifth step of the method of erection of the bridge girder according to the embodiment of the present invention, the third bridge girder groundwork step of adding the bridge girder for one span of the newly installed bridge girder 1 is performed on the delivery equipment SM. The PCa floor slab 2 and the PCa wall balustrade 3 are temporarily fixed on the newly added bridge girder 1 in the same manner as in the first and second bridge girder ground assembly processes described above.

＜第６ステップ＞
図１１は、本発明の実施形態に係る橋桁の架設方法の第６ステップを示す工程説明図である。 <6th step>
FIG. 11 is a process explanatory view showing the sixth step of the method of erection of the bridge girder according to the embodiment of the present invention.

（下降設備及び仮受組立工程）
本実施形態に係る橋桁の架設方法では、第６ステップとして、第３径間において、新設の橋桁１を下降させる下降設備ＤＭ及び仮受ＴＫを組み立てる下降設備及び仮受組立工程を行う。 (Descent equipment and temporary receiving assembly process)
In the method of erection of the bridge girder according to the present embodiment, as the sixth step, the lowering equipment DM for lowering the newly installed bridge girder 1 and the lowering equipment for assembling the temporary receiving TK and the temporary receiving assembling process are performed in the third span.

具体的には、第３下部構造Ｋ３である橋脚の上に下降設備ＤＭを組み立てるとともに、第４下部構造Ｋ４である橋台の上に下降設備ＤＭを組み立てる。 Specifically, the descending equipment DM is assembled on the pier which is the third substructure K3, and the descending equipment DM is assembled on the abutment which is the fourth substructure K4.

（第３回送出し工程）
そして、送出し設備ＳＭを用いて、第３回橋桁地組工程で組み立てた新設の橋桁１を第４下部構造Ｋ４へ向け第３径間Ｄ３へゆっくりと送り出す。このとき、軌条桁ＴＧ上を台車設備ＤＣを用いて新設の橋桁１をスライド移動させて行き、第４下部構造Ｋ４上に組み立てた下降設備ＤＭに新設の橋桁１の先端が到達するまで送り出す。 (3rd delivery process)
Then, using the delivery equipment SM, the newly installed bridge girder 1 assembled in the third bridge girder ground assembly process is slowly sent out to the third span D3 toward the fourth substructure K4. At this time, the newly installed bridge girder 1 is slid and moved on the rail girder TG using the bogie equipment DC, and is sent out until the tip of the new bridge girder 1 reaches the descending equipment DM assembled on the fourth substructure K4.

＜第７ステップ＞
図１２は、本発明の実施形態に係る橋桁の架設方法の第７ステップを示す工程説明図である。 <7th step>
FIG. 12 is a process explanatory view showing the seventh step of the method of erection of the bridge girder according to the embodiment of the present invention.

本実施形態に係る橋桁の架設方法では、第７ステップとして、図１２に示すように、架設用仮設設備を解体する仮設設備解体工程を行う。 In the method of erection of the bridge girder according to the present embodiment, as a seventh step, as shown in FIG. 12, a temporary equipment dismantling step of dismantling the temporary equipment for erection is performed.

具体的には、移動式の油圧クレーンＣＬを用いて、新設の橋桁１の先端に取り付けた手延機連結構ＴＭを解体撤去するとともに、別の油圧クレーンＣＬを用いて、送出し設備ＳＭを解体撤去する。 Specifically, a mobile hydraulic crane CL is used to dismantle and remove the hand-rolling machine connection structure TM attached to the tip of the newly installed bridge girder 1, and another hydraulic crane CL is used to dismantle the delivery equipment SM. Dismantle and remove.

＜第８ステップ＞
図１３は、本発明の実施形態に係る橋桁の架設方法の第８ステップを示す工程説明図である。 <8th step>
FIG. 13 is a process explanatory view showing the eighth step of the bridge girder erection method according to the embodiment of the present invention.

（橋桁下降工程）
本実施形態に係る橋桁の架設方法では、第８ステップとして、図１３に示すように、下降設備ＤＭを用いて、新設の橋桁１を下降させて所定の高さへ据え付ける橋桁下降工程を行う。 (Bridge girder descent process)
In the method of erection of the bridge girder according to the present embodiment, as the eighth step, as shown in FIG. 13, a bridge girder lowering step of lowering the newly installed bridge girder 1 and installing it at a predetermined height is performed by using the lowering equipment DM.

図１４は、図６の高ナットをねじ付きスタッドにねじ込んで下降させる工程を示す工程説明図である。図１４に示すように、橋桁下降工程後に、全ネジボルト１３を高ナット１２から取り外して、仮固定を解除する。そして、所定の被り厚さが確保できるまで高ナット１２をねじ付きスタッド１１にねじ込んで下降させる。その後、各コッターに経時硬化材である接合モルタルを打設してＰＣａ床版２と新設の橋桁１とを一体化させる。 FIG. 14 is a process explanatory view showing a process of screwing the high nut of FIG. 6 into the threaded stud and lowering the nut. As shown in FIG. 14, after the bridge girder lowering step, all the screw bolts 13 are removed from the high nut 12 to release the temporary fixing. Then, the high nut 12 is screwed into the threaded stud 11 and lowered until a predetermined cover thickness can be secured. After that, a bonded mortar, which is a time-curing material, is placed in each cotter to integrate the PCa deck 2 and the newly installed bridge girder 1.

なお、必要数の頭付スタッド１０に加えて、ねじ付きスタッド１１を溶植する場合を例示して説明したが、ねじ付きスタッド１１に高ナット１２が螺着されていることで、頭付スタッド１０と同様の合成効果が期待できる。このため、必要数の頭付スタッド１０の１本をねじ付きスタッド１１に代替することで、スタッドの本数を増やすことなくＰＣａ床版２の仮固定を実現することができる。 In addition to the required number of headed studs 10, the case where the threaded studs 11 are welded has been described as an example. However, since the high nut 12 is screwed to the threaded studs 11, the headed studs 11 are screwed together. The same synthetic effect as 10 can be expected. Therefore, by substituting one of the required number of headed studs 10 with the screwed stud 11, it is possible to temporarily fix the PCa deck 2 without increasing the number of studs.

その他、伸縮装置等を取り付け、本実施形態に係る橋桁の架設方法である橋桁のである橋桁の架け替え工事が完了する。 In addition, a telescopic device or the like is attached, and the replacement work of the bridge girder, which is the bridge girder erection method according to the present embodiment, is completed.

以上説明した本実施形態に係る橋桁の架設方法によれば、ＰＣａ床版２の設置やＰＣａ壁高欄３の設置などを行う橋桁１の設置後の後作業において、油圧クレーンＣＬで各床版を吊り上げて何度も旋回するなどの時間のかかる作業を既設の橋桁の撤去作業と同時並行で行うことができる。このため、交通規制を伴う作業の作業時間を短縮することができる。 According to the bridge girder erection method according to the present embodiment described above, in the post-installation work after the installation of the bridge girder 1 for installing the PCa floor slab 2 and the PCa wall railing 3, each floor slab is installed by the hydraulic crane CL. Time-consuming work such as lifting and turning many times can be performed in parallel with the work of removing the existing bridge girder. Therefore, it is possible to shorten the work time of the work involving traffic regulation.

また、本実施形態に係る橋桁の架設方法によれば、新設の橋桁１を送り出す際に、ＰＣａ床版２に曲げ応力やせん断応力が伝達されにくく、ひびが入るなどのＰＣａ床版２が損傷するおそれが低減される。 Further, according to the bridge girder erection method according to the present embodiment, when the newly installed bridge girder 1 is sent out, bending stress and shear stress are difficult to be transmitted to the PCa deck 2, and the PCa deck 2 is damaged due to cracks and the like. The risk of shearing is reduced.

その上、本実施形態に係る橋桁の架設方法によれば、仮固定を解除して経時硬化材を打設する作業が容易に短時間で行うことができる。また、必要な被り厚さを確実に確保することができる。 Moreover, according to the method of erection of the bridge girder according to the present embodiment, the work of releasing the temporary fixing and placing the time-curing material can be easily performed in a short time. In addition, the required cover thickness can be reliably secured.

それに加え、本実施形態に係る橋桁の架設方法によれば、転倒防止材である鋼製ワイヤ３２によりＰＣａ壁高欄３がＰＣａ床版２の外側へ転倒するおそれを完全に払拭することができ、極めて安全である。 In addition, according to the method of erection of the bridge girder according to the present embodiment, the possibility that the PCa wall railing 3 falls to the outside of the PCa deck 2 can be completely eliminated by the steel wire 32 which is a fall prevention material. Extremely safe.

以上、本実施形態に係る橋桁の架設方法について詳細に説明したが、前述した又は図示した実施形態は、いずれも本発明を実施するにあたって具体化した一実施形態を示したものに過ぎない。よって、これらによって本発明の技術的範囲が限定的に解釈されてはならないものである。 Although the method of erection of the bridge girder according to the present embodiment has been described in detail above, all of the above-mentioned or illustrated embodiments merely show one embodiment embodied in carrying out the present invention. Therefore, the technical scope of the present invention should not be construed in a limited manner by these.

１：新設の橋桁（橋桁）
ＥＧ：既設の橋桁
１０：頭付スタッド（スタッド）
１１：ねじ付きスタッド（スタッド）
１２：高ナット（ナット）
１３：全ネジボルト（ボルト）
２：ＰＣａ床版（床版）
２ａ：継手鉄筋
２ｂ：円筒状の鋼材
２ｃ：地覆部
２１～２８：コッター
３：ＰＣａ壁高欄（壁高欄）
３０：固定孔
３１：鋼棒
３２：鋼製ワイヤ（転倒防止材）
３３：円筒状の鋼材
３４：スパイラル筋
Ｋ１：第１下部構造
Ｋ２：第２下部構造
Ｋ３：第３下部構造
Ｋ４：第４下部構造
Ｄ１：第１径間
Ｄ２：第２径間
Ｄ３：第３径間
ＳＭ：送出し設備
ＳＤ：送出し装置（送出し設備）
ＴＧ：軌条桁（送出し設備）
ＤＣ：台車設備
ＤＭ：下降設備
ＴＫ：仮受
ＴＭ：手延機連結構
ＣＬ：油圧クレーン（揚重機）
ＴＬ：トレーラー（搬出車）
Ｘ：橋軸方法
Ｙ：橋軸直角方向 1: New bridge girder (bridge girder)
EG: Existing bridge girder 10: Stud with head (stud)
11: Stud with screw (stud)
12: High nut (nut)
13: All screw bolts (bolts)
2: PCa floor slab (floor slab)
2a: Joint reinforcing bar 2b: Cylindrical steel material 2c: Ground covering portion 21 to 28: Cotter 3: PCa wall balustrade (wall balustrade)
30: Fixing hole 31: Steel rod 32: Steel wire (fall prevention material)
33: Cylindrical steel material 34: Spiral bar K1: 1st substructure K2: 2nd substructure K3: 3rd substructure K4: 4th substructure D1: 1st span D2: 2nd span D3: 3rd Span SM: Sending equipment SD: Sending device (sending equipment)
TG: Rail girder (delivery equipment)
DC: Bogie equipment DM: Lowering equipment TK: Temporary receiving TM: Hand-rolling machine connection structure CL: Hydraulic crane (lifting machine)
TL: Trailer (carrying out vehicle)
X: Bridge axis method Y: Bridge axis perpendicular direction

Claims (5)

橋桁を橋梁の下部構造から送り出して架設する橋桁の架設方法であって、
送り出す橋桁を地組する橋桁地組工程を行い、当該橋桁地組工程では、地組した橋桁上にＰＣａ床版を非合成状態で仮固定すること
を特徴とする橋桁の架設方法。 It is a method of erection of a bridge girder that is erected by sending out the bridge girder from the substructure of the bridge.
A bridge girder erection method characterized in that a bridge girder groundwork process is performed to ground the bridge girder to be sent out, and the PCa deck is temporarily fixed on the grounded bridge girder in a non-synthetic state. 前記橋桁地組工程では、仮固定した前記ＰＣａ床版にＰＣａ壁高欄をさらに仮固定すること
を特徴とする請求項１に記載の橋桁の架設方法。 The method for erection of a bridge girder according to claim 1, wherein in the bridge girder ground assembly process, a PCa wall balustrade is further temporarily fixed to the temporarily fixed PCa floor slab. 前記ＰＣａ床版の仮固定は、上部にねじ溝が切削加工されたねじ付きスタッドに高ナットを介してボルトを延長し、このボルトに螺合するナットで鋼製プレートを緊結することにより仮固定していること
を特徴とする請求項１又は２に記載の橋桁の架設方法。 Temporary fixing of the PCa deck is performed by extending a bolt to a threaded stud with a threaded groove on the upper part via a high nut and fastening a steel plate with a nut screwed to this bolt. The method for erection of a bridge girder according to claim 1 or 2 , wherein the bridge girder is erected. 前記ＰＣａ床版と前記橋桁を接合する経時硬化材を打設する前に、前記ボルトを取り外すことによって高ナットの被り厚さを確保すること
を特徴とする請求項３に記載の橋桁の架設方法。 The method for erection of a bridge girder according to claim 3 , wherein a high nut covering thickness is secured by removing the bolt before placing a time-curing material for joining the PCa deck and the bridge girder. .. 前記ＰＣａ壁高欄の仮固定では、前記ＰＣａ床版の外側へ前記ＰＣａ壁高欄が転倒しないように止め付ける転倒防止材を設置すること
を特徴とする請求項２に記載の橋桁の架設方法。 The method for erection of a bridge girder according to claim 2, wherein in the temporary fixing of the PCa wall balustrade, a fall prevention material for fixing the PCa wall balustrade so as not to fall is installed on the outside of the PCa floor slab.
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JP2005023684A (en) 2003-07-04 2005-01-27 Sumitomo Mitsui Construction Co Ltd Erection method for bridge
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JP2017002559A (en) 2015-06-10 2017-01-05 西日本高速道路株式会社 Concrete slab joint method, concrete slab replacement method, concrete slab joint structure, and precast concrete slab
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